CN107013221A - Micro-disturbance pipe jacking construction method - Google Patents
Micro-disturbance pipe jacking construction method Download PDFInfo
- Publication number
- CN107013221A CN107013221A CN201710382414.9A CN201710382414A CN107013221A CN 107013221 A CN107013221 A CN 107013221A CN 201710382414 A CN201710382414 A CN 201710382414A CN 107013221 A CN107013221 A CN 107013221A
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- advanced tubule
- concrete
- pipe
- soil body
- advanced
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 210000005239 tubule Anatomy 0.000 claims abstract description 108
- 239000002689 soil Substances 0.000 claims abstract description 66
- 239000004567 concrete Substances 0.000 claims abstract description 61
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 29
- 239000010959 steel Substances 0.000 claims abstract description 29
- 238000009987 spinning Methods 0.000 claims abstract description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 11
- 230000035515 penetration Effects 0.000 claims abstract description 4
- 238000007569 slipcasting Methods 0.000 claims description 41
- 238000004080 punching Methods 0.000 claims description 16
- 239000002002 slurry Substances 0.000 claims description 7
- 238000012544 monitoring process Methods 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 230000010412 perfusion Effects 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000002596 correlated effect Effects 0.000 description 1
- 230000000875 corresponding effect Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of micro-disturbance pipe jacking construction method, it comprises the following steps：Some horizontal spinning of advanced tubule are entered in the soil body, spinning process and gone out the soil body in the advanced tubule using High-Pressure Water；Steel strand wires and penetration concrete are set into the advanced tubule, after concrete reaches design strength again tension steel strand to form pre-stressed steel pipe concrete；The front end and rear end of each advanced tubule are joined together to form the concrete reinforced pipe canopy crossbeam positioned at the advanced tubule two ends, and in the both sides construction reinforced bar pipe of concrete canopy cross beam and upright post of the concrete reinforced pipe canopy crossbeam.It is an advantage of the invention that by the way that advanced tubule is made into pre-stressed steel pipe concrete, the rigidity for the ductule that can be increased to greatest extent；Pipe booth structure is integrally formed eventually through ductule is connected into, influence of the jacking construction to the push pipe top soil body is reduced to greatest extent.
Description
Technical field
The invention belongs to Geotechnical Engineering field, and in particular to a kind of micro-disturbance pipe jacking construction method.
Background technology
During underground space development, jacking construction is a kind of technological means being frequently applied to, but both
When having roadbed bottom progress jacking construction, the jacking of push pipe will cause large effect to its top road structure, or even make
Into jacking pipe structure top soil body overall offset, and then influence the structures on its top.When for high to roadbed stability requirement
During engineering construction, generally using the method for squeezing into advanced tubule in advance.But during ductule is squeezed into, before ductule
Portion's soil body will be pressed against surrounding, cause road bed to swell, so as to influence road surface（Highway）Or track（Railway）It is flat
It is pliable.
The content of the invention
According to the deficiencies of the prior art described above, It is an object of the present invention to provide a kind of micro-disturbance pipe jacking construction method,
The construction method is by the way that advanced tubule spinning to be entered to the technology during the soil body using segmenting slip casting and high pressure water flushing soil
Means, efficiently reduce extruding and disturbance of the work progress to surrounding soil, and by the way that ductule is connected into integral, make
The pipe booth structure of horizontal loading and vertical load can be born.
The object of the invention is realized and completed by following technical scheme：
A kind of micro-disturbance pipe jacking construction method, the construction method comprises the following steps：Some advanced tubule levels are revolved
It is pressed into the soil body, spinning process and is gone out the soil body in the advanced tubule using High-Pressure Water；Into the advanced tubule
Steel strand wires and penetration concrete are set, reach that tension steel strand is mixed to form pre-stressed steel pipe again after intensity in design after concrete
Solidifying soil；The front and rear end of each advanced tubule is joined together to form the reinforcing bar positioned at the advanced tubule two ends
Pipe of concrete canopy crossbeam, and in the both sides construction reinforced bar pipe of concrete canopy cross beam and upright post of the concrete reinforced pipe canopy crossbeam, steel
Reinforced concrete pipe canopy crossbeam and the concrete reinforced pipe canopy cross beam and upright post and the soil body behind are closely connected.
Punching native nozzle is installed inside the front end of the advanced tubule；During advanced tubule described in spinning,
Using the native nozzle of punching to the soil body injection High-Pressure Water formation mud for entering the advanced tubule front end, the mud from
The open rearward end discharge of the advanced tubule.
During advanced tubule described in spinning, noted to the advanced tubule outside being pressed into the soil body
Slurry.
The method of progress slip casting is on the outside of to the advanced tubule being pressed into the soil body：The side of the advanced tubule
Wall offers some injected holes, and the advanced tubule is divided into some slip casting sections along its axis direction；Each slip casting
The injected hole in section is connected with a Grouting Pipe, using the Grouting Pipe to being pressed into the slip casting section of the soil body
Outside carries out slip casting.
Pressure regulator valve is provided with the Grouting Pipe, each slip casting section of the pressure regulation valve regulation is used during slip casting
Grouting pressure, close to soil body surface the slip casting section grouting pressure be less than positioned at the soil body depths slip casting section
Grouting pressure.
The native nozzle of punching through a fore-aft adjustable bearing by being fixed in the advanced tubule, and the fore-aft adjustable
Hydraulic regulation oil cylinder is provided between bearing and the advanced tubule inwall, is entered by the advanced tubule in horizontal spinning
During the soil body, the soil body mechanical property of the soil body passed through according to the advanced tubule, grand heavy monitoring result of earth's surface etc.,
The position of fore-aft adjustable bearing is controlled dynamically by the hydraulic regulation oil cylinder, with adjust the native nozzle of punching with it is described advanced
The distance between front end of ductule.
The horizontal spinning of advanced tubule in place after, set at least one steel to twist in the advanced tubule
Line, the two ends of the steel strand wires are stretched out from the front opening and open rearward end of the advanced tubule respectively；The steel is twisted
The two ends of line carry out tensioning, and the concrete perfusion into the advanced tubule；After after concrete hardening, twisted respectively in the steel
Anchorage is installed at the two ends of line, and the side of the anchorage is resisted against the surface of the concrete in the advanced tubule.
During the concrete reinforced pipe canopy crossbeam of constructing, using armored concrete by each advanced tubule
Front end be joined together to form the concrete reinforced pipe canopy crossbeam, while described advanced small being led each using armored concrete
The rear end of pipe is joined together to form the concrete reinforced pipe canopy crossbeam；The concrete reinforced pipe canopy cross beam and upright post is by reinforcing bar
Concrete is made.
The slurries used during slip casting are inert slurry.
It is an advantage of the invention that this construction method can easily squeeze into the advanced tubule of major diameter, reduce to advanced small
Disturbance of the conduit to surrounding soil；And by forming pre-stressed steel pipe concrete, the rigidity of ductule is increased to greatest extent；
Connect integral eventually through by ductule, and make and can bear the pipe booth structure of horizontal loading and vertical load, to greatest extent
Ground reduces influence of the jacking construction to the push pipe top soil body.
Brief description of the drawings
Fig. 1 for the present invention in advanced tubule Longitudinal cross section schematic；
Fig. 2 is the partial enlarged drawing at a in Fig. 1 in the present invention；
Fig. 3 is the partial enlarged drawing at b in Fig. 1 in the present invention；
Fig. 4 is the cross-sectional view at A-A in Fig. 1 in the present invention；
Fig. 5 is the schematic diagram during the advanced tubule rotation press-in soil body in the present invention；
Fig. 6 is the Longitudinal cross section schematic after the completion of the advanced tubule construction in the present invention；
The side view that Fig. 7 is connected into after pipe canopy for the advanced tubule in the present invention；
Fig. 8 for the present invention in rotary nozzle front view.
Embodiment
The feature and other correlated characteristics of the present invention are described in further detail by embodiment below in conjunction with accompanying drawing, with
It is easy to the understanding of technical staff of the same trade：
Mark 1-22 is respectively in such as Fig. 1-8, figure：Advanced tubule 1, injected hole 2, Grouting Pipe 3, the native nozzle 4 of punching, high service
Pipe 5, slip casting section 6a, slip casting section 6b, slip casting section 6c, slip casting section 6d, pressure regulator valve 8, fore-aft adjustable bearing 9, hydraulic pressure are adjusted
Fuel-economizing cylinder 10, dentalation 11, Fixing clamp-seat 12, the soil body 13, adapter tube 14, rotary nozzle 15, spout 16, steel strand wires 19, anchor
Tool 20, concrete reinforced pipe canopy crossbeam 21, concrete reinforced pipe canopy cross beam and upright post 22.
Embodiment 1：As shown in figures 1-8, the present embodiment is specifically related to a kind of micro-disturbance pipe jacking construction method, and it includes following
Step：
1）Before construction, settlement monitoring point is laid in the earth's surface of construction area, to be supervised in work progress according to ground settlement
Construction of the protuberance situation of measuring point to ductule is controlled.
2）As shown in Figure 1,5, the horizontal spinning of advanced tubule 1 of some both ends opens is entered into the soil body successively；In construction
During, the starting well in push pipe and received well progress alternately spinning construction respectively, to reduce small in advance lead to greatest extent
The disturbance of the top soil body of pipe 1.
As Figure 1-4, the side wall of advanced tubule 1 offers some injected holes 2；The both ends open of advanced tubule 1,
Some slip casting sections 6 are divided into along its axis direction；Injected hole 2 in each slip casting section 6 is connected with a Grouting Pipe 3；It is super
The front end of preceding ductule 1 is internally provided with the native nozzle 4 of punching, and the native nozzle 4 of punching connects a high service pipe 5.
As shown in Figure 1, 2, in the present embodiment, each slip casting section 6 is provided with a Grouting Pipe 3, and Grouting Pipe 3 is by advanced small
Inside the rear end access advanced tubule 1 of conduit 1；The front end of Grouting Pipe 3 is sequentially connected each note in its corresponding slip casting section 6
Starch hole 2；The Grouting Pipe 3 of each slip casting section 6 is separate, and the tail end of every Grouting Pipe 3 is provided with a pressure regulator valve 8；By adjusting
The pressure of section pressure regulator valve 8 can adjust the grouting pressure of each slip casting section 6.
As shown in Figure 1,5, advanced tubule 1 divides slip casting section 6 according to its pipe range and soil layer situation；In the present embodiment
Middle advanced tubule 1 is divided into four slip casting sections 6a, 6b, 6c, 6d；Slip casting section 6a is close to the rear end of advanced tubule 1
Region does not open up injected hole.
As shown in Fig. 1,3,4, the native nozzle 4 of punching is fixed on the inner surface of advanced tubule 1 through a fore-aft adjustable bearing 9, preceding
Adjustable seats 9 coordinate with advanced tubule internal face in slideable afterwards, in fore-aft adjustable bearing 9 and advanced tubule 1
Hydraulic regulation oil cylinder 10 is provided between wall, can before and after being adjusted along axle box by controlling each ground of hydraulic regulation oil cylinder 10 to stretch
Adjust the distance between the position of bearing 9, and then front end of regulation fore-aft adjustable bearing 9 and advanced tubule 1；The native nozzle 4 of punching is used
In spraying High-Pressure Water to the soil body for entering the front end of advanced tubule 1, the soil body becomes mud, mud under High-Pressure Water Ground shock waves
Discharged by the rear end of advanced tubule 1；By rushing the soil body inside the native removing of nozzle 4 advanced tubule 1, it can avoid advanced small
The soil body around advanced tubule 1 is extruded during the press-in soil layer of conduit 1, advanced tubule 1 is reduced to soil layer
Disturb with causing.
As shown in Fig. 1,3,8, the native nozzle 4 of punching includes adapter tube 14 and rotary nozzle 15, and adapter tube 14 is fixedly mounted on
The middle part of fore-aft adjustable bearing 9, high service pipe 5 is connected to the rear end of adapter tube 14, and the rear end of rotary nozzle 15 is pacified in which can revolve
Mounted in the front end of adapter tube 14；The front end of rotary nozzle 15 is taper and points to the front end of advanced tubule 1；The rotary nozzle
15 side is provided with two spouts 16, rear ramp of the spout 16 towards rotary nozzle 15.
As shown in Figure 2,3, the edge of the front end of advanced tubule 1 is provided with some dentalations 11, dentalation 11
For the cutting soil during the press-in soil body of advanced tubule 1；Grouting Pipe 3 and high service pipe 5 are by advanced tubule 1
Rear end access advanced tubule inside；Some axially distributed Fixing clamp-seats 12 are provided with the internal face of advanced tubule 1,
Grouting Pipe 3 and high service pipe 5 are fixed on through Fixing clamp-seat 12 on the inwall of advanced tubule 1；In the present embodiment, in advance
The overall diameter 10cm-100cm of ductule 1, wall thickness 0.3cm-1.5cm；The overall diameter 1cm-3cm of high service pipe 5, wall thickness
0.15cm-0.2cm；The overall diameter 3cm-4cm of Grouting Pipe 3, wall thickness 0.2cm-0.3cm.
As shown in Figure 1,3, in advanced tubule 1 during spinning enters the soil body, the dentalation positioned at its front end
11 persistently cut the soil body 13；The soil body 13 machined away is entered inside advanced tubule by the front end of advanced tubule 1；Positioned at super
The native nozzle 4 that rushes inside the preceding front end of ductule 1 is sprayed water to the soil body for entering advanced tubule 1, is allowed to form mud；Mud flows through
Cavity inside advanced tubule 1, from the discharge of the rear end of advanced tubule 1.
As shown in Fig. 3,6, during the native nozzle 4 of punching is sprayed water, the reaction force of the rotary nozzle 15 of its front end in current
In the presence of rotated, the rotation of rotary nozzle 15 can cause its current sprayed to rotate together with, and the current of rotation can make
The soil body and the more uniform mud of water formation are obtained, consequently facilitating mud is discharged from the rear end of advanced tubule 1, while can avoid
The uneven mud of mixing blocks advanced tubule 1.
As shown in Fig. 2,5, during the rotation press-in soil body 13 of advanced tubule 1, while being pressed into advanced tubule 1
The outside of the slip casting section 6 of the soil body 13 carries out slip casting, and the slurries that slip casting is used is the inert slurries that will not harden；Can by slip casting
To reduce extruding of the advanced tubule to surrounding soil 13, so as to effectively reduce disturbance of the advanced tubule 1 to surrounding soil；
Can be by adjusting the pressure regulator valve 8 of each Grouting Pipe 3 during slip casting, and then adjust the grouting pressure of each slip casting section 6.
As shown in Figure 1,3, during the rotation press-in soil body 13 of advanced tubule 1, soil is passed through according to advanced tubule 1
The soil body mechanical property of body, grand heavy monitoring result of earth's surface etc., fore-aft adjustable branch is dynamically controlled by hydraulic regulation oil cylinder 10
The distance between the position of seat 9, front end to adjust the native nozzle 4 of punching and advanced tubule 1；Pass through dynamic regulation fore-aft adjustable branch
The position of seat 9, can to rush the soil body that native nozzle 4 adapts to various geological conditions in the case where keeping small sample perturbations.
3）As shown in Fig. 1,5,6, steel strand wires 19 and penetration concrete are set into advanced tubule 1, treat that concrete reaches
In design after intensity again tension steel strand 19 to form pre-stressed steel pipe concrete；After after concrete hardening, respectively in steel strand wires
Anchorage 20 is installed at 19 two ends, and the side of anchorage 20 is resisted against the surface of the concrete in advanced tubule 1；By advanced tubule
1 is made pre-stressed steel pipe concrete, can be greatly enhanced the rigidity of advanced tubule 1.
4）As shown in Fig. 1,7, the front and rear end of each advanced tubule 1 is joined together to form positioned at advanced tubule
The concrete reinforced pipe canopy crossbeam 21 at 1 two ends；Specifically, the front end of each advanced tubule 1 is connected to using armored concrete
Concrete reinforced pipe canopy crossbeam 21 is formed together, while the rear end of each advanced tubule 1 is connected into one using armored concrete
Rise and form the concrete reinforced pipe canopy crossbeam 21；Concrete reinforced pipe canopy crossbeam 21 positioned at the two ends of advanced tubule 1 is by institute
Some advanced tubules 1, which connect into pipe canopy, can bear the pipe booth structure of horizontal loading and vertical load, reduce to greatest extent
Influence of the jacking construction to the push pipe top soil body；It is mixed in each reinforcing bar respectively after the completion of the construction of concrete reinforced pipe canopy crossbeam 21
The two ends construction reinforced bar pipe of concrete canopy cross beam and upright post 22 of solidifying soil pipe canopy crossbeam 21；Concrete reinforced pipe canopy cross beam and upright post 22 is by steel
Reinforced concrete is made, its top connection concrete reinforced pipe canopy crossbeam 21.Concrete reinforced pipe canopy crossbeam 21 and armored concrete
Pipe canopy cross beam and upright post 22 and the soil body behind are closely connected.
The advantageous effects of the present embodiment are：The construction method of the present embodiment can easily squeeze into the advanced small of major diameter
Conduit, reduces the disturbance to advanced tubule to surrounding soil；And by forming pre-stressed steel pipe concrete, add to greatest extent
The rigidity of big ductule；Connect integral eventually through by ductule, and make and can bear horizontal loading and vertical load
Pipe booth structure, reduces influence of the jacking construction to the push pipe top soil body to greatest extent.
Claims (9)
1. a kind of micro-disturbance pipe jacking construction method, it is characterised in that the construction method comprises the following steps：It is advanced by some
The horizontal spinning of ductule, which enters in the soil body, spinning process, is gone out the soil body in the advanced tubule using High-Pressure Water；To described
Steel strand wires and penetration concrete are set in advanced tubule, and tension steel strand is pre- to be formed again after concrete reaches design strength
Stress concrete filled steel tube；The front end and rear end of each advanced tubule are joined together to form and advanced small led positioned at described
The concrete reinforced pipe canopy crossbeam at pipe two ends, and in the both sides construction reinforced bar pipe of concrete canopy of the concrete reinforced pipe canopy crossbeam
Cross beam and upright post, concrete reinforced pipe canopy crossbeam and the concrete reinforced pipe canopy cross beam and upright post and the soil body behind are closely connected.
2. a kind of micro-disturbance pipe jacking construction method according to claim 1, it is characterised in that before the advanced tubule
End is internal to be provided with the native nozzle of punching；It is described to entering using the native nozzle of the punching during advanced tubule described in spinning
The soil body injection High-Pressure Water formation mud of advanced tubule front end, the mud is arranged from the open rearward end of the advanced tubule
Go out.
3. a kind of micro-disturbance pipe jacking construction method according to claim 1, it is characterised in that led small in advance described in spinning
During pipe, slip casting is carried out to the outside for the advanced tubule being pressed into the soil body.
4. a kind of micro-disturbance pipe jacking construction method according to claim 3, it is characterised in that to the institute being pressed into the soil body
State advanced tubule outside carry out slip casting method be：The side wall of the advanced tubule offers some injected holes, described
Advanced tubule is divided into some slip casting sections along its axis direction；The injected hole in each slip casting section is connected with
A piece Grouting Pipe, slip casting is carried out using the Grouting Pipe to the outside for being pressed into the slip casting section of the soil body.
5. a kind of micro-disturbance pipe jacking construction method according to claim 4, it is characterised in that be provided with the Grouting Pipe
Pressure regulator valve, uses the grouting pressure of each slip casting section of the pressure regulation valve regulation during slip casting, close to soil body surface
The grouting pressure of the slip casting section is less than the grouting pressure of the slip casting section positioned at the soil body depths.
6. a kind of micro-disturbance pipe jacking construction method according to claim 2, it is characterised in that the native nozzle of the punching passes through warp
One fore-aft adjustable bearing is fixed in the advanced tubule, and the fore-aft adjustable bearing and the advanced tubule inwall it
Between be provided with hydraulic regulation oil cylinder, by the advanced tubule during horizontal spinning enters the soil body, according to described advanced
The soil body mechanical property for the soil body that ductule is passed through, grand heavy monitoring result of earth's surface etc., pass through hydraulic regulation oil cylinder dynamic
Ground controls the position of fore-aft adjustable bearing, the distance between front end to adjust the native nozzle of punching and the advanced tubule.
7. a kind of micro-disturbance pipe jacking construction method according to claim 1, it is characterised in that the advanced tubule level
Spinning in place after, at least one steel strand wires are set in the advanced tubule, and the two ends of the steel strand wires are respectively from institute
The front opening and open rearward end for stating advanced tubule stretch out；Tensioning is carried out to the two ends of the steel strand wires, and surpassed to described
Concrete perfusion in preceding ductule；After after concrete hardening, anchorage is installed at the two ends of the steel strand wires respectively, the anchorage
Side is resisted against the surface of the concrete in the advanced tubule.
8. a kind of micro-disturbance pipe jacking construction method according to claim 1, it is characterised in that in the reinforced concrete of constructing
During native pipe canopy crossbeam, the front end of each advanced tubule is joined together to form the steel using armored concrete
Reinforced concrete pipe canopy crossbeam, while being joined together to form the rear end of each advanced tubule using armored concrete described
Concrete reinforced pipe canopy crossbeam；The concrete reinforced pipe canopy cross beam and upright post is made up of armored concrete.
9. a kind of micro-disturbance pipe jacking construction method according to claim 3 or 4, it is characterised in that used during slip casting
Slurries be inert slurry.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710382414.9A CN107013221B (en) | 2017-05-26 | 2017-05-26 | Micro-disturbance pipe jacking construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710382414.9A CN107013221B (en) | 2017-05-26 | 2017-05-26 | Micro-disturbance pipe jacking construction method |
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| Publication Number | Publication Date |
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| CN107013221A true CN107013221A (en) | 2017-08-04 |
| CN107013221B CN107013221B (en) | 2019-05-21 |
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| CN201710382414.9A Active CN107013221B (en) | 2017-05-26 | 2017-05-26 | Micro-disturbance pipe jacking construction method |
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| CN107013221B (en) | 2019-05-21 |
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